State Employees' Credit Union - Granite Quarry - 21538 Supporting Calcs 2017-10-09

Mailing Address: P.O. Box 5432, Asheville, NC 28813
168 Patton Avenue Asheville, NC 28801 52 Walnut Street – Suite 9, Waynesville, NC 28786
Phone [phone] Fax [phone] Phone: [phone] Fax: [phone]

TABLE OF CONTENTS 

1. Erosion Control and Stormwater Narrative 
I. General 
II. Erosion Control 
III. Storm Drainage 
IV. Additional Drainage Area Information 
2. Sediment Basin Calculations 
3. Temporary Ditch Calculations 
4. Drainage Runoff Summary 
5. Drainage Area Maps 
I. Pre­Development 
II. Erosion Control 
III. Post­Development Onsite 
IV. Post­Development Offsite 
6. Bio Retention Pond Calculations 
I. Drainage Area 1 Hydrology 
II. Drainage Area 2 Hydrology 
III. Pond 1 Worksheet 
IV. Pond 2 Worksheet 
7. Culvert Calculations 
I. Culvert A3­A0 
II. Culvert N4­N1 
8. Storm Pipe Calculations 
9. Pipe Outlet Protection Calculations 
10. NRCS Soil Report 
11. Figures 
I. USGS Topo Map 
II. FEMA FIRMette Map 
III. NOAA Precipitation Tables 

Mailing Address: P.O. Box 5432, Asheville, NC 28813
200 Swannanoa River Rd Asheville, NC 28805 52 Walnut Street – Suite 9, Waynesville, NC 28786
Phone [phone] Fax [phone] Phone: [phone] Fax: [phone]

Project Name: SECU-Granite Quarry
Project Location: Granite Quarry, NC
CDC Project No. 21538
Date: October 9, 2017

GRADING AND EROSION CONTROL NARRATIVE

General

SECU-Granite Quarry is currently an undeveloped 2.66 acre site that consists of one parcel. The
parcel (#066 068) is under Rowan County jurisdiction. The proposed project is located in the town
of Granite Quarry on North Salisbury Ave. It consists of a proposed bank and associated parking.
The subject property currently consists of wooded and grassed areas and does not consist of any
impervious areas. The post project impervious total will be approximately 60,451 sf (52.1%).

Erosion Control

Proposed erosion control measures consist of a construction entrance, sediment basin, silt fence,
temporary diversion ditches, and temporary and permanent seeding to prevent sediment from leaving
the site. Bypass drainage will be installed to divert clean water around the site. Of the 2.66 acre site,
2.62 acres will be disturbed by grading and construction activities. Areas outside the limits of
disturbance would be left in current conditions and thus would not require additional erosion control
measures at this time. An additional area of 1.50 acres is being disturbed for the construction of (2)
Town of Granite Quarry maintained access roads. Refer to construction plans for further detail on
the erosion control measures for each area of the site.

Storm Drainage

Stormwater runoff will be collected via roof collectors, drop inlets, curb inlets, and grass swales and
will outlet to two on-site BMPs for treatment. BMPs outlet to an existing drainage ditch which
ultimately outlets into Crane Creek. All clean water has been diverted around the site via bypass
drainage pipes. Permanent stormwater conveyance pipes were sized based on the 25-year storm
event, and run-off computations were developed utilizing the Rational Method. Building drainage
will be directed to nearby storm inlets.
Additional Drainage Area Information
Soil Group: C/D
Soil Types: MeB2 (33.6%), SeB(66.4%)

Sediment Basin Calculations:

168 Patton Avenue 52 Walnut Street - Suite 9
Asheville, NC 28805 Waynesville, NC 28786
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]
Project Name:
Project No. 21538
Prepared By: DMS
Date Prepared: 03/01/17
Date Revised:By:

Trap/
Basin
Drain.
Area
(ac)
Basin
Type
Denuded
Area (ac)
Runoff
Coeff 'C'
25 Year
Runoff
(cfs)
Volume
Req'd
(cf)
Volume
Provided
(cf)
Surface
Area 2
Required
(ft2)
Surface
Area
Provided
(ft2)
Basin
Depth (ft)
Side
Slope
Ratio
Length (ft)Width (ft)(X:1)Length (ft)Width (ft)
1 2.62 Trap 2.62 0.50 7.06 9.25 9432 10952 4029 4095 117 35 3.5 2.0 103 21
1. Run-off coefficient = weighted coefficient
2. Surface area required equals 0.01 acres per each cfs of inlflow from 25-year storm runoff
3. Spillway dimensions are based on Table 6.60a "Design of Spillways" from the NC Erosion & Sediment Control Planning & Design Manual
4. Rainfall Intensity, I, is obtained from Appendix 8.03.07 from the NC Erosion & Sediment Control Planning & Design Manual
5. Skimmer Design is based off of the Faircloth Skimmer Packet
6. Drawdown time is per NCDENR requirements
3 DAYS 2.5 1.910952
www.civildesignconcepts.com
NCBELS License # C-2148
SKIMMER
SIZE (IN)
Skimmer Design5:
BASIN #DRAWDOWN
TIME6
SECU - Granite Quarry
ORIFICE SIZE
DIAMETER (IN)
TEMPORARY SEDIMENT TRAP/BASIN SCHEDULE
Top of Basin3 Bottom of Basin
Rainfall
Intensity4
'I' (in/hr)
PROVIDED
VOLUME (CF)
1
SKIMMER DESIGN
BASIN 1
Calculate Skimmer Size
Basin Volume in Cubic Feet 10,952 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain*3 Days Orifice Radius 1.0 Inch[es]
Orifice Diameter 1.9 Inch[es]
*In NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet 117 35 Feet VOLUME 10951.5 Cu. Ft.
Bottom dimensions in feet 103 21 Feet
Depth in feet 3.5 Feet

Temporary Ditch Calculations:
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: SECU-Granite Quarry
Project Number: 114408
Channel Name: Temporary Bypass Ditch 1
Discharge 2.59
Peak Flow Period 24
Channel Slope .04
Channel Bottom Width 1
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardance Class
Vegtation Type
Vegetation Density
Soil Type
DS75
DS75
Unvegetated
Straight 2.59 cfs 4.88
ft/s
0.32 ft 0.022 1.55 lbs/ft2 0.81 lbs/ft2 1.92 STABLE D
Phase Reach Discharge Velocity Normal
Depth
Mannings
N
Permissible Shear
Stress
Calculated Shear
Stress
Safety
Factor
Remarks Staple
Pattern
http://www.ecmds.com/print/analysis/114408/114421
1 of 1 3/23/2017 1:26 PM
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: SECU-Granite Quarry
Project Number: 114408
Channel Name: Temporary Bypass Ditch 2
Discharge 7.95
Peak Flow Period 24
Channel Slope 0.04
Channel Bottom Width 1
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardance Class
Vegtation Type
Vegetation Density
Soil Type
DS75
DS75
Unvegetated
Straight 7.95 cfs 6.6
ft/s
0.57 ft 0.022 1.55 lbs/ft2 1.41 lbs/ft2 1.1 STABLE D
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible Shear
Stress
Calculated Shear
Stress
Safety
Factor
Remarks Staple
Pattern
http://www.ecmds.com/print/analysis/114408/114422
1 of 1 3/23/2017 1:30 PM
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: SECU-Granite Quarry
Project Number: 114408
Channel Name: Temporary Bypass Ditch 3
Discharge 2.34
Peak Flow Period 24
Channel Slope 0.04
Channel Bottom Width 1
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardance Class
Vegtation Type
Vegetation Density
Soil Type
DS75
DS75
Unvegetated
Straight 2.34 cfs 4.75
ft/s
0.31 ft 0.022 1.55 lbs/ft2 0.76 lbs/ft2 2.03 STABLE D
Phase Reach Discharge Velocity Normal
Depth
Mannings
N
Permissible Shear
Stress
Calculated Shear
Stress
Safety
Factor
Remarks Staple
Pattern
http://www.ecmds.com/print/analysis/114408/114423
1 of 1 3/23/2017 1:33 PM

Drainage Runoff Summary:

1-year 10-year 50-year
Pre-Development 1.24 3.90 6.23
Post-Development 3.09 6.10 8.51
Post Detention Outfall 0.84 6.12 8.42
Requirements (Outfall < Pre)PASS N/A N/A
1-year 10-year 50-year
Pre-Development 1.65 5.20 8.32
Post-Development 3.80 8.05 11.04
Post Detention Outfall 1.59 7.81 10.93
Requirements (Outfall < Pre)PASS N/A N/A
1-year 10-year 50-year
Pre-Development Runoff (CFS) 28.78 34.53
Post-Development Runoff (CFS) 34.42 41.16
Proposed HW/D * 0.98 1.15
Proposed Pipe Capacity **
Requirements (HW/D < 1.2) PASS PASS
1-year 10-year 50-year
Pre-Development 3.00 3.57
Post-Development 4.24 5.05
Pipe Capacity N1 (18" HDPE) ** 13.00 13.00
Proposed Culvert N4-N1
Runoff Condition Storm Event (CFS)
*Rational Method*
64.00
(Rational Method)
Runoff Condition Storm Event
*SCS Method*
Bio-Retention Pond No. 2
Runoff Condition Storm Event (CFS)
*SCS Method*
Proposed 36" NCDOT Culvert
Drainage Runoff Summary
State Employees' Credit Union - Granite Quarry
CDC Project No. 21538
Bio-Retention Pond No. 1
Runoff Condition Storm Event (CFS)
Pre-Development Post Development
(SF) (SF)
Woods 116,127 0
Grass 0 55,676
Total Pervious: 116,127 55,676
Pavement 0 42,670
Concrete Curbs 0 3,616
Sidewalks 0 3,702
Building 0 10,463
Total Impervious: 0 60,451
% Impervious: 0.0% 52.1%
Total Area: 116,127 116,127
Pre-Development Post Development
(SF) (SF)
Woods 982,626 866,713
Grass 57,151 115,648
Total Pervious: 1,039,777 982,361
Pavement / Buildings 117,568 175,202
Total Impervious: 117,568 175,202
% Impervious: 10.2% 15.1%
Total Area: 1,157,345 1,157,563
Area Type
ONSITE PROPERTY
Area Type
IMPERVIOUS CALCULATIONS
State Employees' Credit Union - Granite Quarry
CDC Project No. 21538
DRAINAGE TO EXISTING CULVERT
IMPERVIOUS CALCULATIONS
State Employees' Credit Union - Granite Quarry
CDC Project No. 21538
Pre-Development Post Development
(SF) (SF)
Woods 140,912 115,967
Grass 5,351 14,366
Total Pervious: 146,263 130,333
Pavement 0 15,930
Total Impervious: 0 15,930
% Impervious: 0.0% 10.9%
Total Area: 146,263 146,263
DRAINAGE TO CULVERT N4-N1
Area Type

Drainage Area Maps:

NSTATE EMPLOYEES' CREDIT UNION
GRANITE QUARRY1 inch = 150 ft.NCBELS LICENSE #: C-2184
52 WALNUT STREET - SUITE 9
WAYNESVILLE, NC 28786
PHONE [phone]
FAX [phone]
Concepts, PACCDDesignCivil
www.civildesignconcepts.com
168 PATTON AVENUE
ASHEVILLE, NC 28801
PHONE [phone]
FAX [phone]PRELIMINARYNOT RELEASEDFORCONSTRUCTION
NSTATE EMPLOYEES' CREDIT UNION
GRANITE QUARRY1 inch = 150 ft.NCBELS LICENSE #: C-2184
52 WALNUT STREET - SUITE 9
WAYNESVILLE, NC 28786
PHONE [phone]
FAX [phone]
Concepts, PACCDDesignCivil
www.civildesignconcepts.com
168 PATTON AVENUE
ASHEVILLE, NC 28801
PHONE [phone]
FAX [phone]PRELIMINARYNOT RELEASEDFORCONSTRUCTION

Bio Retention Pond Calculations:

1S
Pre-Development
Drainage Area 1
2S
Post Development
Drainage Area 1
6P
Bioretention BMP 1
Routing Diagram for 21538 Bio-Retention 1
Prepared by Civil Design Concepts, PA, Printed 2/23/2017
HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 1yr - 24hr Rainfall=2.73"21538 Bio-Retention 1
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 6HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Time span=0.00-36.00 hrs, dt=0.10 hrs, 361 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=49,725 sf 0.00% Impervious Runoff Depth=0.70"Subcatchment 1S: Pre-Development
Tc=5.0 min CN=73 Runoff=1.24 cfs 2,885 cf
Runoff Area=49,725 sf 55.32% Impervious Runoff Depth=1.74"Subcatchment 2S: Post Development
Tc=5.0 min CN=90 Runoff=3.09 cfs 7,201 cf
Peak Elev=747.83' Storage=3,128 cf Inflow=3.09 cfs 7,201 cfPond 6P: Bioretention BMP 1
Outflow=0.84 cfs 7,256 cf
Total Runoff Area = 99,450 sf Runoff Volume = 10,086 cf Average Runoff Depth = 1.22"
72.34% Pervious = 71,943 sf 27.66% Impervious = 27,507 sf
Type II 24-hr 1yr - 24hr Rainfall=2.73"21538 Bio-Retention 1
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 7HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Pre-Development Drainage Area 1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 1.24 cfs @ 11.98 hrs, Volume= 2,885 cf, Depth= 0.70"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.10 hrs
Type II 24-hr 1yr - 24hr Rainfall=2.73"
Area (sf) CN Description
49,725 73 Woods, Fair, HSG C
49,725 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Pre-Development Drainage Area 1
Runoff
Hydrograph
Time (hours)
3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1
0
Type II 24-hr
1yr - 24hr Rainfall=2.73"
Runoff Area=49,725 sf
Runoff Volume=2,885 cf
Runoff Depth=0.70"
Tc=5.0 min
CN=73
1.24 cfs
Type II 24-hr 1yr - 24hr Rainfall=2.73"21538 Bio-Retention 1
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 9HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Subcatchment 2S: Post Development Drainage Area 1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 3.09 cfs @ 11.96 hrs, Volume= 7,201 cf, Depth= 1.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.10 hrs
Type II 24-hr 1yr - 24hr Rainfall=2.73"
Area (sf) CN Description
22,218 79 50-75% Grass cover, Fair, HSG C
27,507 98 Paved parking, HSG C
49,725 90 Weighted Average
22,218 44.68% Pervious Area
27,507 55.32% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post Development Drainage Area 1
Runoff
Hydrograph
Time (hours)
3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3
2
1
0
Type II 24-hr
1yr - 24hr Rainfall=2.73"
Runoff Area=49,725 sf
Runoff Volume=7,201 cf
Runoff Depth=1.74"
Tc=5.0 min
CN=90
3.09 cfs
Type II 24-hr 1yr - 24hr Rainfall=2.73"21538 Bio-Retention 1
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 11HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Pond 6P: Bioretention BMP 1
Inflow Area = 49,725 sf, 55.32% Impervious, Inflow Depth = 1.74" for 1yr - 24hr event
Inflow = 3.09 cfs @ 11.96 hrs, Volume= 7,201 cf
Outflow = 0.84 cfs @ 12.13 hrs, Volume= 7,256 cf, Atten= 73%, Lag= 10.3 min
Primary = 0.84 cfs @ 12.13 hrs, Volume= 7,256 cf
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.10 hrs / 2
Peak Elev= 747.83' @ 12.10 hrs Surf.Area= 1,971 sf Storage= 3,128 cf
Plug-Flow detention time= 290.9 min calculated for 7,195 cf (100% of inflow)
Center-of-Mass det. time= 296.5 min ( 1,105.7 - 809.2 )
Volume Invert Avail.Storage Storage Description
#1 744.09' 5,389 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft)
744.09 1,936 274.0 0.0 0 0 1,936
744.10 1,936 274.0 40.0 8 8 1,939
744.77 1,936 274.0 40.0 519 527 2,122
744.78 1,936 274.0 25.0 5 531 2,125
746.78 1,936 274.0 25.0 968 1,499 2,673
746.79 1,150 250.0 100.0 15 1,515 3,674
747.79 1,936 274.0 100.0 1,526 3,041 4,708
748.79 2,786 292.8 100.0 2,348 5,389 5,602
Device Routing Invert Outlet Devices
#1 Primary 744.09'18.0" Round Culvert
L= 11.8' Box, 0° wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 744.09' / 743.74' S= 0.0297 '/' Cc= 0.900
n= 0.011, Flow Area= 1.77 sf
#2 Device 1 744.09'4.0" Vert. Orifice/Grate X 2 rows with 24.0" cc spacing C= 0.600
#3 Device 1 747.78'16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
#4 Device 2 744.09'2.000 in/hr Exfiltration over Horizontal area
Primary OutFlow Max=0.70 cfs @ 12.13 hrs HW=747.83' (Free Discharge)
1=Culvert (Passes 0.70 cfs of 12.99 cfs potential flow)
2=Orifice/Grate (Passes 0.09 cfs of 1.32 cfs potential flow)
4=Exfiltration (Exfiltration Controls 0.09 cfs)
3=Sharp-Crested Rectangular Weir (Weir Controls 0.61 cfs @ 0.74 fps)
Type II 24-hr 1yr - 24hr Rainfall=2.73"21538 Bio-Retention 1
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 12HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Pond 6P: Bioretention BMP 1
Inflow
Primary
Hydrograph
Time (hours)
3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3
2
1
0
Inflow Area=49,725 sf
Peak Elev=747.83'
Storage=3,128 cf
3.09 cfs
0.84 cfs
Type II 24-hr 1yr - 24hr Rainfall=2.73"21538 Bio-Retention 1
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 13HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Hydrograph for Pond 6P: Bioretention BMP 1
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 744.09 0.00
1.00 0.00 0 744.09 0.00
2.00 0.00 0 744.09 0.00
3.00 0.00 0 744.09 0.00
4.00 0.00 0 744.09 0.00
5.00 0.00 0 744.09 0.00
6.00 0.00 0 744.09 0.00
7.00 0.00 7 744.10 0.00
8.00 0.01 28 744.13 0.00
9.00 0.02 59 744.17 0.02
10.00 0.04 90 744.21 0.03
11.00 0.10 148 744.28 0.08
12.00 2.88 2,552 747.52 0.09
13.00 0.18 3,049 747.79 0.18
14.00 0.11 3,029 747.78 0.11
15.00 0.08 3,019 747.78 0.09
16.00 0.07 2,967 747.75 0.09
17.00 0.06 2,865 747.70 0.09
18.00 0.05 2,738 747.63 0.09
19.00 0.04 2,587 747.54 0.09
20.00 0.04 2,411 747.44 0.09
21.00 0.04 2,218 747.32 0.09
22.00 0.03 2,021 747.18 0.09
23.00 0.03 1,819 747.04 0.09
24.00 0.03 1,611 746.87 0.09
25.00 0.00 1,298 746.36 0.09
26.00 0.00 975 745.70 0.09
27.00 0.00 652 745.03 0.09
28.00 0.00 330 744.52 0.09
29.00 0.00 79 744.19 0.03
30.00 0.00 35 744.14 0.01
31.00 0.00 21 744.12 0.00
32.00 0.00 14 744.11 0.00
33.00 0.00 10 744.10 0.00
34.00 0.00 8 744.10 0.00
35.00 0.00 7 744.10 0.00
36.00 0.00 7 744.10 0.00
Type II 24-hr 25yr - 24hr Rainfall=5.70"21538 Bio-Retention 1
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 14HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Time span=0.00-36.00 hrs, dt=0.10 hrs, 361 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=49,725 sf 0.00% Impervious Runoff Depth=2.84"Subcatchment 1S: Pre-Development
Tc=5.0 min CN=73 Runoff=5.19 cfs 11,774 cf
Runoff Area=49,725 sf 55.32% Impervious Runoff Depth=4.55"Subcatchment 2S: Post Development
Tc=5.0 min CN=90 Runoff=7.45 cfs 18,871 cf
Peak Elev=748.05' Storage=3,571 cf Inflow=7.45 cfs 18,871 cfPond 6P: Bioretention BMP 1
Outflow=7.35 cfs 18,836 cf
Total Runoff Area = 99,450 sf Runoff Volume = 30,645 cf Average Runoff Depth = 3.70"
72.34% Pervious = 71,943 sf 27.66% Impervious = 27,507 sf
Type II 24-hr 25yr - 24hr Rainfall=5.70"21538 Bio-Retention 1
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 15HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Pre-Development Drainage Area 1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 5.19 cfs @ 11.96 hrs, Volume= 11,774 cf, Depth= 2.84"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.10 hrs
Type II 24-hr 25yr - 24hr Rainfall=5.70"
Area (sf) CN Description
49,725 73 Woods, Fair, HSG C
49,725 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Pre-Development Drainage Area 1
Runoff
Hydrograph
Time (hours)
3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5
4
3
2
1
0
Type II 24-hr
25yr - 24hr Rainfall=5.70"
Runoff Area=49,725 sf
Runoff Volume=11,774 cf
Runoff Depth=2.84"
Tc=5.0 min
CN=73
5.19 cfs
Type II 24-hr 25yr - 24hr Rainfall=5.70"21538 Bio-Retention 1
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 17HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Subcatchment 2S: Post Development Drainage Area 1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 7.45 cfs @ 11.95 hrs, Volume= 18,871 cf, Depth= 4.55"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.10 hrs
Type II 24-hr 25yr - 24hr Rainfall=5.70"
Area (sf) CN Description
22,218 79 50-75% Grass cover, Fair, HSG C
27,507 98 Paved parking, HSG C
49,725 90 Weighted Average
22,218 44.68% Pervious Area
27,507 55.32% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post Development Drainage Area 1
Runoff
Hydrograph
Time (hours)
3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)8
7
6
5
4
3
2
1
0
Type II 24-hr
25yr - 24hr Rainfall=5.70"
Runoff Area=49,725 sf
Runoff Volume=18,871 cf
Runoff Depth=4.55"
Tc=5.0 min
CN=90
7.45 cfs
Type II 24-hr 25yr - 24hr Rainfall=5.70"21538 Bio-Retention 1
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 19HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Pond 6P: Bioretention BMP 1
Inflow Area = 49,725 sf, 55.32% Impervious, Inflow Depth = 4.55" for 25yr - 24hr event
Inflow = 7.45 cfs @ 11.95 hrs, Volume= 18,871 cf
Outflow = 7.35 cfs @ 11.96 hrs, Volume= 18,836 cf, Atten= 1%, Lag= 0.7 min
Primary = 7.35 cfs @ 11.96 hrs, Volume= 18,836 cf
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.10 hrs / 2
Peak Elev= 748.05' @ 11.96 hrs Surf.Area= 2,142 sf Storage= 3,571 cf
Plug-Flow detention time= 165.2 min calculated for 18,784 cf (100% of inflow)
Center-of-Mass det. time= 165.2 min ( 947.4 - 782.1 )
Volume Invert Avail.Storage Storage Description
#1 744.09' 5,389 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft)
744.09 1,936 274.0 0.0 0 0 1,936
744.10 1,936 274.0 40.0 8 8 1,939
744.77 1,936 274.0 40.0 519 527 2,122
744.78 1,936 274.0 25.0 5 531 2,125
746.78 1,936 274.0 25.0 968 1,499 2,673
746.79 1,150 250.0 100.0 15 1,515 3,674
747.79 1,936 274.0 100.0 1,526 3,041 4,708
748.79 2,786 292.8 100.0 2,348 5,389 5,602
Device Routing Invert Outlet Devices
#1 Primary 744.09'18.0" Round Culvert
L= 11.8' Box, 0° wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 744.09' / 743.74' S= 0.0297 '/' Cc= 0.900
n= 0.011, Flow Area= 1.77 sf
#2 Device 1 744.09'4.0" Vert. Orifice/Grate X 2 rows with 24.0" cc spacing C= 0.600
#3 Device 1 747.78'16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
#4 Device 2 744.09'2.000 in/hr Exfiltration over Horizontal area
Primary OutFlow Max=6.80 cfs @ 11.96 hrs HW=748.03' (Free Discharge)
1=Culvert (Passes 6.80 cfs of 13.42 cfs potential flow)
2=Orifice/Grate (Passes 0.10 cfs of 1.38 cfs potential flow)
4=Exfiltration (Exfiltration Controls 0.10 cfs)
3=Sharp-Crested Rectangular Weir (Weir Controls 6.70 cfs @ 1.65 fps)
Type II 24-hr 25yr - 24hr Rainfall=5.70"21538 Bio-Retention 1
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 20HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Pond 6P: Bioretention BMP 1
Inflow
Primary
Hydrograph
Time (hours)
3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)8
7
6
5
4
3
2
1
0
Inflow Area=49,725 sf
Peak Elev=748.05'
Storage=3,571 cf
7.45 cfs
7.35 cfs
Type II 24-hr 50yr - 24hr Rainfall=6.41"21538 Bio-Retention 1
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 22HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Time span=0.00-36.00 hrs, dt=0.10 hrs, 361 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=49,725 sf 0.00% Impervious Runoff Depth=3.43"Subcatchment 1S: Pre-Development
Tc=5.0 min CN=73 Runoff=6.23 cfs 14,220 cf
Runoff Area=49,725 sf 55.32% Impervious Runoff Depth=5.25"Subcatchment 2S: Post Development
Tc=5.0 min CN=90 Runoff=8.51 cfs 21,737 cf
Peak Elev=748.08' Storage=3,626 cf Inflow=8.51 cfs 21,737 cfPond 6P: Bioretention BMP 1
Outflow=8.42 cfs 21,611 cf
Total Runoff Area = 99,450 sf Runoff Volume = 35,958 cf Average Runoff Depth = 4.34"
72.34% Pervious = 71,943 sf 27.66% Impervious = 27,507 sf
Type II 24-hr 50yr - 24hr Rainfall=6.41"21538 Bio-Retention 1
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 23HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Pre-Development Drainage Area 1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 6.23 cfs @ 11.96 hrs, Volume= 14,220 cf, Depth= 3.43"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.10 hrs
Type II 24-hr 50yr - 24hr Rainfall=6.41"
Area (sf) CN Description
49,725 73 Woods, Fair, HSG C
49,725 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Pre-Development Drainage Area 1
Runoff
Hydrograph
Time (hours)
3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6
5
4
3
2
1
0
Type II 24-hr
50yr - 24hr Rainfall=6.41"
Runoff Area=49,725 sf
Runoff Volume=14,220 cf
Runoff Depth=3.43"
Tc=5.0 min
CN=73
6.23 cfs
Type II 24-hr 50yr - 24hr Rainfall=6.41"21538 Bio-Retention 1
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 25HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Subcatchment 2S: Post Development Drainage Area 1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 8.51 cfs @ 11.95 hrs, Volume= 21,737 cf, Depth= 5.25"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.10 hrs
Type II 24-hr 50yr - 24hr Rainfall=6.41"
Area (sf) CN Description
22,218 79 50-75% Grass cover, Fair, HSG C
27,507 98 Paved parking, HSG C
49,725 90 Weighted Average
22,218 44.68% Pervious Area
27,507 55.32% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post Development Drainage Area 1
Runoff
Hydrograph
Time (hours)
3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9
8
7
6
5
4
3
2
1
0
Type II 24-hr
50yr - 24hr Rainfall=6.41"
Runoff Area=49,725 sf
Runoff Volume=21,737 cf
Runoff Depth=5.25"
Tc=5.0 min
CN=90
8.51 cfs
Type II 24-hr 50yr - 24hr Rainfall=6.41"21538 Bio-Retention 1
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 27HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Pond 6P: Bioretention BMP 1
Inflow Area = 49,725 sf, 55.32% Impervious, Inflow Depth = 5.25" for 50yr - 24hr event
Inflow = 8.51 cfs @ 11.95 hrs, Volume= 21,737 cf
Outflow = 8.42 cfs @ 11.96 hrs, Volume= 21,611 cf, Atten= 1%, Lag= 0.6 min
Primary = 8.42 cfs @ 11.96 hrs, Volume= 21,611 cf
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.10 hrs / 2
Peak Elev= 748.08' @ 11.96 hrs Surf.Area= 2,163 sf Storage= 3,626 cf
Plug-Flow detention time= 153.4 min calculated for 21,551 cf (99% of inflow)
Center-of-Mass det. time= 150.9 min ( 929.3 - 778.3 )
Volume Invert Avail.Storage Storage Description
#1 744.09' 5,389 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft)
744.09 1,936 274.0 0.0 0 0 1,936
744.10 1,936 274.0 40.0 8 8 1,939
744.77 1,936 274.0 40.0 519 527 2,122
744.78 1,936 274.0 25.0 5 531 2,125
746.78 1,936 274.0 25.0 968 1,499 2,673
746.79 1,150 250.0 100.0 15 1,515 3,674
747.79 1,936 274.0 100.0 1,526 3,041 4,708
748.79 2,786 292.8 100.0 2,348 5,389 5,602
Device Routing Invert Outlet Devices
#1 Primary 744.09'18.0" Round Culvert
L= 11.8' Box, 0° wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 744.09' / 743.74' S= 0.0297 '/' Cc= 0.900
n= 0.011, Flow Area= 1.77 sf
#2 Device 1 744.09'4.0" Vert. Orifice/Grate X 2 rows with 24.0" cc spacing C= 0.600
#3 Device 1 747.78'16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
#4 Device 2 744.09'2.000 in/hr Exfiltration over Horizontal area
Primary OutFlow Max=7.78 cfs @ 11.96 hrs HW=748.06' (Free Discharge)
1=Culvert (Passes 7.78 cfs of 13.47 cfs potential flow)
2=Orifice/Grate (Passes 0.10 cfs of 1.38 cfs potential flow)
4=Exfiltration (Exfiltration Controls 0.10 cfs)
3=Sharp-Crested Rectangular Weir (Weir Controls 7.68 cfs @ 1.73 fps)
Type II 24-hr 50yr - 24hr Rainfall=6.41"21538 Bio-Retention 1
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 28HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Pond 6P: Bioretention BMP 1
Inflow
Primary
Hydrograph
Time (hours)
3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9
8
7
6
5
4
3
2
1
0
Inflow Area=49,725 sf
Peak Elev=748.08'
Storage=3,626 cf
8.51 cfs
8.42 cfs
Permit Number:__________________
(to be provided by DWQ)
Form SW401-Bioretention-Rev.8
June 25, 2010 Parts I and II. Design Summary, Page 1 of 2
I. PROJECT INFORMATION
Project name
Contact name
Phone number [phone]
Date
Drainage area number
Site Characteristics
Drainage area 49,725 ft2
Impervious area 27,508 ft2
Percent impervious 55.3%%
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr runoff depth 2.73 in
1-yr, 24-hr intensity 0.114 in/hr
Pre-development 1-yr, 24-hr peak flow 1.240 ft3/sec
Post-development 1-yr, 24-hr peak flow 3.090 ft3/sec
Pre/Post 1-yr, 24-hr peak control 1.850 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 2,265.0 ft3
Volume provided 3,041.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 2,786.0 ft2 OK
Length:127 ft OK
Width:22 ft OK
-or- Radius ft
Media and Soils Summary
Drawdown time, ponded volume 12 hr OK
Drawdown time, to 24 inches below surface 16 hr OK
Drawdown time, total:28 hr
In-situ soil:
Soil permeability 2.00 in/hr OK
Planting media soil:
Soil permeability 2.00 in/hr OK
Soil composition
% Sand (by volume)87%OK
% Fines (by volume)8%OK
% Organic (by volume)5%OK
March 10, 2017
State Employees' Credit Union - Granite Quarry
Jesse Gardner, PE
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
1
II. DESIGN INFORMATION
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
Permit Number:__________________
(to be provided by DWQ)
Form SW401-Bioretention-Rev.8
June 25, 2010 Parts I and II. Design Summary, Page 2 of 2
Total:100%
Phosphorus Index (P-Index) of media 15 (unitless)OK
Basin Elevations
Temporary pool elevation 747.78 fmsl
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell?y (Y or N)OK
Is this a cell with trees/shrubs?(Y or N)
Planting elevation (top of the mulch or grass sod layer)746.79 fmsl
Depth of mulch inches
Bottom of the planting media soil 744.79 fmsl
Planting media depth 2 ft
Depth of washed sand below planting media soil ft
Are underdrains being installed?Y (Y or N)
How many clean out pipes are being installed?6 OK
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)10 OK
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains 1 ft
Bottom of the cell required 743.79 fmsl
SHWT elevation 741.79 fmsl
Distance from bottom to SHWT 2 ft OK
Internal Water Storage Zone (IWS)
Does the design include IWS n (Y or N)
Elevation of the top of the upturned elbow fmsl
Separation of IWS and Surface 746.79 ft
Planting Plan
Number of tree species 0
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?Y (Y or N)OK
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?N (Y or N)Excess volume must pass through filter.
What is the length of the vegetated filter?ft
Does the design use a level spreader to evenly distribute flow?N (Y or N)Show how flow is evenly distributed.
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?Y (Y or N)OK
Is the BMP localed at least 100 feet from water supply wells?Y (Y or N)OK
Are the vegetated side slopes equal to or less than 3:1?Y (Y or N)OK
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?Y (Y or N)OK
Inlet velocity (from treatment system)4.27 ft/sec Insufficient inlet velocity unless energy dissipating devices are
being used.
Is the area surrounding the cell likely to undergo development in the
future?N (Y or N)OK
Are the slopes draining to the bioretention cell greater than 20%?N (Y or N)OK
Is the drainage area permanently stabilized?Y (Y or N)OK
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(8+inches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
1S
Pre-Development
Drainage Area 2
2S
Post Development -
Drainage Area 2
6P
Bioretention BMP 2
Routing Diagram for 21538 Bio-Retention 2
Prepared by Civil Design Concepts, PA, Printed 2/23/2017
HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 1yr - 24hr Rainfall=2.73"21538 Bio-Retention 2
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 6HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Time span=0.00-36.00 hrs, dt=0.10 hrs, 361 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=66,406 sf 0.00% Impervious Runoff Depth=0.70"Subcatchment 1S: Pre-Development
Tc=5.0 min CN=73 Runoff=1.65 cfs 3,853 cf
Runoff Area=66,406 sf 45.37% Impervious Runoff Depth=1.58"Subcatchment 2S: Post Development -
Tc=5.0 min CN=88 Runoff=3.80 cfs 8,745 cf
Peak Elev=747.31' Storage=3,734 cf Inflow=3.80 cfs 8,745 cfPond 6P: Bioretention BMP 2
Outflow=1.59 cfs 8,845 cf
Total Runoff Area = 132,812 sf Runoff Volume = 12,598 cf Average Runoff Depth = 1.14"
77.32% Pervious = 102,685 sf 22.68% Impervious = 30,127 sf
Type II 24-hr 1yr - 24hr Rainfall=2.73"21538 Bio-Retention 2
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 7HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Pre-Development Drainage Area 2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 1.65 cfs @ 11.98 hrs, Volume= 3,853 cf, Depth= 0.70"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.10 hrs
Type II 24-hr 1yr - 24hr Rainfall=2.73"
Area (sf) CN Description
66,406 73 Woods, Fair, HSG C
66,406 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Pre-Development Drainage Area 2
Runoff
Hydrograph
Time (hours)
3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1
0
Type II 24-hr
1yr - 24hr Rainfall=2.73"
Runoff Area=66,406 sf
Runoff Volume=3,853 cf
Runoff Depth=0.70"
Tc=5.0 min
CN=73
1.65 cfs
Type II 24-hr 1yr - 24hr Rainfall=2.73"21538 Bio-Retention 2
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 9HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Subcatchment 2S: Post Development - Drainage Area 2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 3.80 cfs @ 11.96 hrs, Volume= 8,745 cf, Depth= 1.58"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.10 hrs
Type II 24-hr 1yr - 24hr Rainfall=2.73"
Area (sf) CN Description
36,279 79 50-75% Grass cover, Fair, HSG C
30,127 98 Paved parking, HSG C
66,406 88 Weighted Average
36,279 54.63% Pervious Area
30,127 45.37% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post Development - Drainage Area 2
Runoff
Hydrograph
Time (hours)
3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4
3
2
1
0
Type II 24-hr
1yr - 24hr Rainfall=2.73"
Runoff Area=66,406 sf
Runoff Volume=8,745 cf
Runoff Depth=1.58"
Tc=5.0 min
CN=88
3.80 cfs
Type II 24-hr 1yr - 24hr Rainfall=2.73"21538 Bio-Retention 2
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 11HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Pond 6P: Bioretention BMP 2
Inflow Area = 66,406 sf, 45.37% Impervious, Inflow Depth = 1.58" for 1yr - 24hr event
Inflow = 3.80 cfs @ 11.96 hrs, Volume= 8,745 cf
Outflow = 1.59 cfs @ 12.11 hrs, Volume= 8,845 cf, Atten= 58%, Lag= 9.4 min
Primary = 1.59 cfs @ 12.11 hrs, Volume= 8,845 cf
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.10 hrs / 2
Peak Elev= 747.31' @ 12.14 hrs Surf.Area= 2,204 sf Storage= 3,734 cf
Plug-Flow detention time= 313.8 min calculated for 8,722 cf (100% of inflow)
Center-of-Mass det. time= 323.2 min ( 1,140.9 - 817.7 )
Volume Invert Avail.Storage Storage Description
#1 743.27' 5,389 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft)
743.27 1,936 274.0 0.0 0 0 1,936
743.28 1,936 274.0 40.0 8 8 1,939
743.95 1,936 274.0 40.0 519 527 2,122
743.96 1,936 274.0 25.0 5 531 2,125
745.96 1,936 274.0 25.0 968 1,499 2,673
745.97 1,150 250.0 100.0 15 1,515 3,674
746.97 1,936 274.0 100.0 1,526 3,041 4,708
747.97 2,786 292.8 100.0 2,348 5,389 5,602
Device Routing Invert Outlet Devices
#1 Primary 743.27'18.0" Round Culvert
L= 86.8' Box, 0° wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 743.27' / 742.10' S= 0.0135 '/' Cc= 0.900
n= 0.011, Flow Area= 1.77 sf
#2 Device 1 743.28'4.0" Vert. Orifice/Grate X 3 rows with 24.0" cc spacing C= 0.600
#3 Device 1 747.19'16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
#4 Device 2 743.27'2.000 in/hr Exfiltration over Horizontal area
Primary OutFlow Max=1.40 cfs @ 12.11 hrs HW=747.28' (Free Discharge)
1=Culvert (Passes 1.40 cfs of 13.55 cfs potential flow)
2=Orifice/Grate (Passes 0.10 cfs of 1.39 cfs potential flow)
4=Exfiltration (Exfiltration Controls 0.10 cfs)
3=Sharp-Crested Rectangular Weir (Weir Controls 1.30 cfs @ 0.95 fps)
Type II 24-hr 1yr - 24hr Rainfall=2.73"21538 Bio-Retention 2
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 12HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Pond 6P: Bioretention BMP 2
Inflow
Primary
Hydrograph
Time (hours)
3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4
3
2
1
0
Inflow Area=66,406 sf
Peak Elev=747.31'
Storage=3,734 cf
3.80 cfs
1.59 cfs
Type II 24-hr 1yr - 24hr Rainfall=2.73"21538 Bio-Retention 2
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 13HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Hydrograph for Pond 6P: Bioretention BMP 2
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 743.27 0.00
1.00 0.00 0 743.27 0.00
2.00 0.00 0 743.27 0.00
3.00 0.00 0 743.27 0.00
4.00 0.00 0 743.27 0.00
5.00 0.00 0 743.27 0.00
6.00 0.00 0 743.27 0.00
7.00 0.00 0 743.27 0.00
8.00 0.01 10 743.28 0.00
9.00 0.02 47 743.33 0.01
10.00 0.04 91 743.39 0.03
11.00 0.11 160 743.48 0.08
12.00 3.56 3,074 746.99 0.09
13.00 0.22 3,519 747.21 0.23
14.00 0.13 3,496 747.19 0.14
15.00 0.11 3,488 747.19 0.11
16.00 0.08 3,471 747.18 0.10
17.00 0.07 3,405 747.15 0.10
18.00 0.07 3,312 747.11 0.09
19.00 0.06 3,195 747.05 0.09
20.00 0.05 3,055 746.98 0.09
21.00 0.05 2,899 746.90 0.09
22.00 0.04 2,737 746.81 0.09
23.00 0.04 2,570 746.71 0.09
24.00 0.04 2,395 746.61 0.09
25.00 0.00 2,084 746.41 0.09
26.00 0.00 1,761 746.17 0.09
27.00 0.00 1,439 745.83 0.09
28.00 0.00 1,116 745.17 0.09
29.00 0.00 793 744.50 0.09
30.00 0.00 471 743.88 0.09
31.00 0.00 152 743.47 0.07
32.00 0.00 54 743.34 0.01
33.00 0.00 34 743.31 0.00
34.00 0.00 25 743.30 0.00
35.00 0.00 19 743.29 0.00
36.00 0.00 15 743.29 0.00
Type II 24-hr 10yr - 24hr Rainfall=4.80"21538 Bio-Retention 2
Printed 3/21/2017Prepared by Civil Design Concepts, PA
Page 6HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Time span=0.00-36.00 hrs, dt=0.10 hrs, 361 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=66,406 sf 0.00% Impervious Runoff Depth=2.12"Subcatchment 1S: Pre-Development
Tc=5.0 min CN=73 Runoff=5.20 cfs 11,758 cf
Runoff Area=66,406 sf 45.37% Impervious Runoff Depth=3.48"Subcatchment 2S: Post Development -
Tc=5.0 min CN=88 Runoff=8.05 cfs 19,254 cf
Peak Elev=747.47' Storage=4,111 cf Inflow=8.05 cfs 19,254 cfPond 6P: Bioretention BMP 2
Outflow=7.81 cfs 19,322 cf
Total Runoff Area = 132,812 sf Runoff Volume = 31,012 cf Average Runoff Depth = 2.80"
77.32% Pervious = 102,685 sf 22.68% Impervious = 30,127 sf
Type II 24-hr 10yr - 24hr Rainfall=4.80"21538 Bio-Retention 2
Printed 3/21/2017Prepared by Civil Design Concepts, PA
Page 7HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Pre-Development Drainage Area 2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 5.20 cfs @ 11.96 hrs, Volume= 11,758 cf, Depth= 2.12"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.10 hrs
Type II 24-hr 10yr - 24hr Rainfall=4.80"
Area (sf) CN Description
66,406 73 Woods, Fair, HSG C
66,406 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Pre-Development Drainage Area 2
Runoff
Hydrograph
Time (hours)
3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5
4
3
2
1
0
Type II 24-hr
10yr - 24hr Rainfall=4.80"
Runoff Area=66,406 sf
Runoff Volume=11,758 cf
Runoff Depth=2.12"
Tc=5.0 min
CN=73
5.20 cfs
Type II 24-hr 10yr - 24hr Rainfall=4.80"21538 Bio-Retention 2
Printed 3/21/2017Prepared by Civil Design Concepts, PA
Page 9HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Subcatchment 2S: Post Development - Drainage Area 2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 8.05 cfs @ 11.95 hrs, Volume= 19,254 cf, Depth= 3.48"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.10 hrs
Type II 24-hr 10yr - 24hr Rainfall=4.80"
Area (sf) CN Description
36,279 79 50-75% Grass cover, Fair, HSG C
30,127 98 Paved parking, HSG C
66,406 88 Weighted Average
36,279 54.63% Pervious Area
30,127 45.37% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post Development - Drainage Area 2
Runoff
Hydrograph
Time (hours)
3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9
8
7
6
5
4
3
2
1
0
Type II 24-hr
10yr - 24hr Rainfall=4.80"
Runoff Area=66,406 sf
Runoff Volume=19,254 cf
Runoff Depth=3.48"
Tc=5.0 min
CN=88
8.05 cfs
Type II 24-hr 10yr - 24hr Rainfall=4.80"21538 Bio-Retention 2
Printed 3/21/2017Prepared by Civil Design Concepts, PA
Page 11HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Pond 6P: Bioretention BMP 2
Inflow Area = 66,406 sf, 45.37% Impervious, Inflow Depth = 3.48" for 10yr - 24hr event
Inflow = 8.05 cfs @ 11.95 hrs, Volume= 19,254 cf
Outflow = 7.81 cfs @ 11.96 hrs, Volume= 19,322 cf, Atten= 3%, Lag= 0.4 min
Primary = 7.81 cfs @ 11.96 hrs, Volume= 19,322 cf
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.10 hrs / 2
Peak Elev= 747.47' @ 11.96 hrs Surf.Area= 2,343 sf Storage= 4,111 cf
Plug-Flow detention time= 184.4 min calculated for 19,215 cf (100% of inflow)
Center-of-Mass det. time= 189.2 min ( 984.5 - 795.3 )
Volume Invert Avail.Storage Storage Description
#1 743.27' 5,389 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft)
743.27 1,936 274.0 0.0 0 0 1,936
743.28 1,936 274.0 40.0 8 8 1,939
743.95 1,936 274.0 40.0 519 527 2,122
743.96 1,936 274.0 25.0 5 531 2,125
745.96 1,936 274.0 25.0 968 1,499 2,673
745.97 1,150 250.0 100.0 15 1,515 3,674
746.97 1,936 274.0 100.0 1,526 3,041 4,708
747.97 2,786 292.8 100.0 2,348 5,389 5,602
Device Routing Invert Outlet Devices
#1 Primary 743.27'18.0" Round Culvert
L= 86.8' Box, 0° wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 743.27' / 742.10' S= 0.0135 '/' Cc= 0.900
n= 0.011, Flow Area= 1.77 sf
#2 Device 1 743.28'4.0" Vert. Orifice/Grate X 3 rows with 24.0" cc spacing C= 0.600
#3 Device 1 747.19'16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
#4 Device 2 743.27'2.000 in/hr Exfiltration over Horizontal area
Primary OutFlow Max=7.25 cfs @ 11.96 hrs HW=747.46' (Free Discharge)
1=Culvert (Passes 7.25 cfs of 13.92 cfs potential flow)
2=Orifice/Grate (Passes 0.11 cfs of 1.50 cfs potential flow)
4=Exfiltration (Exfiltration Controls 0.11 cfs)
3=Sharp-Crested Rectangular Weir (Weir Controls 7.14 cfs @ 1.69 fps)
Type II 24-hr 10yr - 24hr Rainfall=4.80"21538 Bio-Retention 2
Printed 3/21/2017Prepared by Civil Design Concepts, PA
Page 12HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Pond 6P: Bioretention BMP 2
Inflow
Primary
Hydrograph
Time (hours)
3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9
8
7
6
5
4
3
2
1
0
Inflow Area=66,406 sf
Peak Elev=747.47'
Storage=4,111 cf
8.05 cfs
7.81 cfs
Type II 24-hr 50yr - 24hr Rainfall=6.41"21538 Bio-Retention 2
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 22HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Time span=0.00-36.00 hrs, dt=0.10 hrs, 361 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=66,406 sf 0.00% Impervious Runoff Depth=3.43"Subcatchment 1S: Pre-Development
Tc=5.0 min CN=73 Runoff=8.32 cfs 18,991 cf
Runoff Area=66,406 sf 45.37% Impervious Runoff Depth=5.02"Subcatchment 2S: Post Development -
Tc=5.0 min CN=88 Runoff=11.04 cfs 27,788 cf
Peak Elev=747.54' Storage=4,281 cf Inflow=11.04 cfs 27,788 cfPond 6P: Bioretention BMP 2
Outflow=10.93 cfs 27,756 cf
Total Runoff Area = 132,812 sf Runoff Volume = 46,779 cf Average Runoff Depth = 4.23"
77.32% Pervious = 102,685 sf 22.68% Impervious = 30,127 sf
Type II 24-hr 50yr - 24hr Rainfall=6.41"21538 Bio-Retention 2
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 23HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Pre-Development Drainage Area 2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 8.32 cfs @ 11.96 hrs, Volume= 18,991 cf, Depth= 3.43"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.10 hrs
Type II 24-hr 50yr - 24hr Rainfall=6.41"
Area (sf) CN Description
66,406 73 Woods, Fair, HSG C
66,406 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Pre-Development Drainage Area 2
Runoff
Hydrograph
Time (hours)
3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9
8
7
6
5
4
3
2
1
0
Type II 24-hr
50yr - 24hr Rainfall=6.41"
Runoff Area=66,406 sf
Runoff Volume=18,991 cf
Runoff Depth=3.43"
Tc=5.0 min
CN=73
8.32 cfs
Type II 24-hr 50yr - 24hr Rainfall=6.41"21538 Bio-Retention 2
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 25HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Subcatchment 2S: Post Development - Drainage Area 2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 11.04 cfs @ 11.95 hrs, Volume= 27,788 cf, Depth= 5.02"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.10 hrs
Type II 24-hr 50yr - 24hr Rainfall=6.41"
Area (sf) CN Description
36,279 79 50-75% Grass cover, Fair, HSG C
30,127 98 Paved parking, HSG C
66,406 88 Weighted Average
36,279 54.63% Pervious Area
30,127 45.37% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post Development - Drainage Area 2
Runoff
Hydrograph
Time (hours)
3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
50yr - 24hr Rainfall=6.41"
Runoff Area=66,406 sf
Runoff Volume=27,788 cf
Runoff Depth=5.02"
Tc=5.0 min
CN=88
11.04 cfs
Type II 24-hr 50yr - 24hr Rainfall=6.41"21538 Bio-Retention 2
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 27HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Summary for Pond 6P: Bioretention BMP 2
Inflow Area = 66,406 sf, 45.37% Impervious, Inflow Depth = 5.02" for 50yr - 24hr event
Inflow = 11.04 cfs @ 11.95 hrs, Volume= 27,788 cf
Outflow = 10.93 cfs @ 11.96 hrs, Volume= 27,756 cf, Atten= 1%, Lag= 0.6 min
Primary = 10.93 cfs @ 11.96 hrs, Volume= 27,756 cf
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.10 hrs / 2
Peak Elev= 747.54' @ 11.96 hrs Surf.Area= 2,404 sf Storage= 4,281 cf
Plug-Flow detention time= 142.3 min calculated for 27,756 cf (100% of inflow)
Center-of-Mass det. time= 141.5 min ( 926.6 - 785.1 )
Volume Invert Avail.Storage Storage Description
#1 743.27' 5,389 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft)
743.27 1,936 274.0 0.0 0 0 1,936
743.28 1,936 274.0 40.0 8 8 1,939
743.95 1,936 274.0 40.0 519 527 2,122
743.96 1,936 274.0 25.0 5 531 2,125
745.96 1,936 274.0 25.0 968 1,499 2,673
745.97 1,150 250.0 100.0 15 1,515 3,674
746.97 1,936 274.0 100.0 1,526 3,041 4,708
747.97 2,786 292.8 100.0 2,348 5,389 5,602
Device Routing Invert Outlet Devices
#1 Primary 743.27'18.0" Round Culvert
L= 86.8' Box, 0° wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 743.27' / 742.10' S= 0.0135 '/' Cc= 0.900
n= 0.011, Flow Area= 1.77 sf
#2 Device 1 743.28'4.0" Vert. Orifice/Grate X 3 rows with 24.0" cc spacing C= 0.600
#3 Device 1 747.19'16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
#4 Device 2 743.27'2.000 in/hr Exfiltration over Horizontal area
Primary OutFlow Max=10.10 cfs @ 11.96 hrs HW=747.52' (Free Discharge)
1=Culvert (Passes 10.10 cfs of 14.05 cfs potential flow)
2=Orifice/Grate (Passes 0.11 cfs of 1.57 cfs potential flow)
4=Exfiltration (Exfiltration Controls 0.11 cfs)
3=Sharp-Crested Rectangular Weir (Weir Controls 9.99 cfs @ 1.89 fps)
Type II 24-hr 50yr - 24hr Rainfall=6.41"21538 Bio-Retention 2
Printed 2/23/2017Prepared by Civil Design Concepts, PA
Page 28HydroCAD® 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC
Pond 6P: Bioretention BMP 2
Inflow
Primary
Hydrograph
Time (hours)
3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=66,406 sf
Peak Elev=747.54'
Storage=4,281 cf
11.04 cfs
10.93 cfs
Permit Number:__________________
(to be provided by DWQ)
I. PROJECT INFORMATION
Project name
Contact name
Phone number [phone]
Date
Drainage area number
Site Characteristics
Drainage area 66,406 ft2
Impervious area 30,127 ft2
Percent impervious 45.4% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr runoff depth 2.73 in
1-yr, 24-hr intensity 0.114 in/hr
Pre-development 1-yr, 24-hr peak flow 1.650 ft3/sec
Post-development 1-yr, 24-hr peak flow 3.800 ft3/sec
Pre/Post 1-yr, 24-hr peak control 2.150 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 2,530.0 ft3
Volume provided 3,041.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 2,786.0 ft2 OK
Length: 127 ft OK
Width: 22 ft OK
-or- Radius ft
Media and Soils Summary
Drawdown time, ponded volume 12 hr OK
Drawdown time, to 24 inches below surface 18 hr OK
Drawdown time, total: 30 hr
In-situ soil:
Soil permeability 2.00 in/hr OK
Planting media soil:
Soil permeability 2.00 in/hr OK
Soil composition
March 10, 2017
State Employees' Credit Union - Granite Quarry
Jesse Gardner, PE
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
2
II. DESIGN INFORMATION
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
Form SW401-Bioretention-Rev.8
June 25, 2010 Parts I and II. Design Summary, Page 1 of 3
Permit Number:__________________
(to be provided by DWQ)
% Sand (by volume) 87% OK
% Fines (by volume) 8% OK
% Organic (by volume) 5% OK
Total: 100%
Phosphorus Index (P-Index) of media 15 (unitless) OK
Basin Elevations
Temporary pool elevation 749.58 fmsl
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell? Y (Y or N) OK
Is this a cell with trees/shrubs? (Y or N)
Planting elevation (top of the mulch or grass sod layer) 748.02 fmsl
Depth of mulch inches
Bottom of the planting media soil 745.35 fmsl
Planting media depth 2.67 ft
Depth of washed sand below planting media soil ft
Are underdrains being installed? Y (Y or N)
How many clean out pipes are being installed? 3 OK
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)10 OK
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains 1ft
Bottom of the cell required 744.35 fmsl
SHWT elevation 740.97 fmsl
Distance from bottom to SHWT 3.38 ft OK
Internal Water Storage Zone (IWS)
Does the design include IWS n (Y or N)
Elevation of the top of the upturned elbow fmsl
Separation of IWS and Surface 748.02 ft
Planting Plan
Number of tree species 0
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?Y(Y or N)OK
Does volume in excess of the design volume flow evenly
distributed through a vegetated filter?N (Y or N) Excess volume must pass through filter.
What is the length of the vegetated filter? ft
Does the design use a level spreader to evenly distribute flow? N (Y or N) Show how flow is evenly distributed.
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?Y(Y or N)OK
Is the BMP localed at least 100 feet from water supply wells? Y (Y or N) OK
Are the vegetated side slopes equal to or less than 3:1? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?Y(Y or N)OK
Inlet velocity (from treatment system) 7.44 ft/sec
Insufficient inlet velocity unless energy dissipating devices are
being used.
Is the area surrounding the cell likely to undergo development in
the future?N(Y or N)OK
Are the slopes draining to the bioretention cell greater than 20%? N (Y or N) OK
Is the drainage area permanently stabilized? Y (Y or N) OK
Form SW401-Bioretention-Rev.8
June 25, 2010 Parts I and II. Design Summary, Page 2 of 3
Permit Number:__________________
(to be provided by DWQ)
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(8+inches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
Form SW401-Bioretention-Rev.8
June 25, 2010 Parts I and II. Design Summary, Page 3 of 3

Culvert Calculations:

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Sep 27 2017
Post-Development to Existing Culvert
Hydrograph type = Rational Peak discharge (cfs) = 34.42
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 26.600 Runoff coeff. (C) = 0.32
Rainfall Inten (in/hr) = 4.044 Tc by User (min) = 22
IDF Curve = Salisbury.IDF Rec limb factor = 1.00
Hydrograph Volume = 45,434 (cuft); 1.043 (acft)
0 5 10 15 20 25 30 35 40 45
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
Runoff Hydrograph
10-yr frequency
Runoff Hyd - Qp = 34.42 (cfs)
Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Sep 27 2017
Post-Development to Existing Culvert
Hydrograph type = Rational Peak discharge (cfs) = 41.16
Storm frequency (yrs) = 50 Time interval (min) = 1
Drainage area (ac) = 26.600 Runoff coeff. (C) = 0.32
Rainfall Inten (in/hr) = 4.836 Tc by User (min) = 22
IDF Curve = Salisbury.IDF Rec limb factor = 1.00
Hydrograph Volume = 54,337 (cuft); 1.247 (acft)
0 5 10 15 20 25 30 35 40 45
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
Runoff Hydrograph
50-yr frequency
Runoff Hyd - Qp = 41.16 (cfs)
Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Sep 29 2017
Pre-Development to Existing Ditch
Hydrograph type = Rational Peak discharge (cfs) = 3.001
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 3.360 Runoff coeff. (C) = 0.2
Rainfall Inten (in/hr) = 4.465 Tc by TR55 (min) = 18
IDF Curve = Salisbury.IDF Rec limb factor = 1.00
Hydrograph Volume = 3,241 (cuft); 0.074 (acft)
0 5 10 15 20 25 30 35 40
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
Runoff Hydrograph
10-yr frequency
Runoff Hyd - Qp = 3.00 (cfs)
Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Sep 29 2017
Pre-Development to Existing Ditch
Hydrograph type = Rational Peak discharge (cfs) = 3.566
Storm frequency (yrs) = 50 Time interval (min) = 1
Drainage area (ac) = 3.360 Runoff coeff. (C) = 0.2
Rainfall Inten (in/hr) = 5.306 Tc by TR55 (min) = 18
IDF Curve = Salisbury.IDF Rec limb factor = 1.00
Hydrograph Volume = 3,851 (cuft); 0.088 (acft)
0 5 10 15 20 25 30 35 40
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
Runoff Hydrograph
50-yr frequency
Runoff Hyd - Qp = 3.57 (cfs)
Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Sep 29 2017
Post-Development to Culvert N
Hydrograph type = Rational Peak discharge (cfs) = 4.239
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 3.360 Runoff coeff. (C) = 0.29
Rainfall Inten (in/hr) = 4.351 Tc by TR55 (min) = 19
IDF Curve = Salisbury.IDF Rec limb factor = 1.00
Hydrograph Volume = 4,833 (cuft); 0.111 (acft)
0 5 10 15 20 25 30 35 40
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
Runoff Hydrograph
10-yr frequency
Runoff Hyd - Qp = 4.24 (cfs)
Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Sep 29 2017
Post-Development to Culvert N
Hydrograph type = Rational Peak discharge (cfs) = 5.046
Storm frequency (yrs) = 50 Time interval (min) = 1
Drainage area (ac) = 3.360 Runoff coeff. (C) = 0.29
Rainfall Inten (in/hr) = 5.178 Tc by TR55 (min) = 19
IDF Curve = Salisbury.IDF Rec limb factor = 1.00
Hydrograph Volume = 5,752 (cuft); 0.132 (acft)
0 5 10 15 20 25 30 35 40
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
Runoff Hydrograph
50-yr frequency
Runoff Hyd - Qp = 5.05 (cfs)

Storm Pipe Calculations:

STORM DRAINAGE (10 YEAR EVENT)COMPUTATION SHEETSECU GRANITE QUARRYCDC PROJECT NO. 21538PIPE NAMEINVERT UPSTREAMINVERT DOWNSTREAMPIPE SIZEPIPE LENGTHSLOPEMANNING'S ROUGHNESSSTRUCTURE NUMBERGRATE/TOP ELEVATIONHEAD WATERCATCHMENT AREAINLET TcWEIGHTED RUNOFFRAINFALL INTENSITYLOCAL FLOWTOTAL FLOWVELOCITYCAPACITY FULL7/8 CAPACITY FULL(FT) (FT) (IN) (FT) (%) "N" (FT) (FT) (AC) (MIN) "C" (IN/HR) (CFS) (CFS) (FT/SEC) (CFS) (CFS)A1‐A0 735.6 735.2 36 30.5 1.4 0.012 A1 748.9 3.1 0.39 5.0 0.90 7.00 2.46 34.77 9.92 84.85 84.17A2‐A1 737.0 735.8 36 51.3 2.2 0.012 A2 748.8 3.0 3.82 17.4 0.53 4.54 9.19 33.55 4.80 107.19 106.27A3‐A2 738.0 737.0 36 15.9 6.2 0.012 A3 748.8 2.6 0.01 5.0 0.33 7.00 0.02 26.49 3.75 179.44 177.97A4‐A3 744.1 743.7 18 11.8 3.0 0.012 A4 0.0 1.6 0.01 5.0 0.95 7.00 6.26 6.26 9.85 19.58 19.41B1‐A3 738.5 738.0 30 36.6 1.6 0.012 B1 751.0 2.2 0.01 5.0 0.90 7.00 0.06 20.25 4.13 55.45 55.03B2‐B1 738.8 738.5 30 24.0 1.0 0.012 B2 751.7 2.4 0.01 5.0 0.90 7.00 0.06 20.22 4.48 44.47 44.06B3‐B2 739.0 738.8 30 18.7 1.0 0.012 B3 748.0 2.4 0.10 5.0 0.30 7.00 0.21 20.19 4.14 44.74 44.28B4‐B3 739.7 739.0 30 81.9 1.0 0.012 B4 746.8 2.4 1.16 26.0 0.20 3.70 0.86 20.09 4.12 43.64 43.17B5‐B4 741.6 739.7 30 188.1 1.0 0.012 B5 751.3 2.4 0.15 5.0 0.10 7.00 0.10 19.28 3.96 44.42 44.06B6‐B5 749.0 741.6 24 88.4 8.4 0.012 B6 759.3 1.9 0.05 5.0 0.90 7.00 0.31 11.31 3.60 70.78 70.22B7‐B6 750.0 749.0 24 132.3 0.8 0.012 B7 757.8 1.3 0.09 5.0 0.90 7.00 0.57 5.91 1.90 21.41 21.19B8‐B7 750.2 750.0 24 24.0 0.8 0.012 B8 757.8 1.2 0.28 5.0 0.90 7.00 1.76 5.62 2.65 21.23 21.05B9‐B8 750.7 750.3 24 16.5 2.8 0.012 B9 757.4 1.1 13.60 29.0 0.10 3.49 4.74 4.74 2.45 40.86 40.52C1‐B6 760.0 749.0 24 157.1 7.0 0.012 C1 763.5 1.3 0.02 5.0 0.95 7.00 0.13 6.35 2.05 64.89 64.34D1‐B5 743.3 741.6 18 86.9 1.9 0.012 D1 747.0 1.9 0.01 5.0 0.95 7.00 7.95 7.95 4.50 15.68 15.55E1‐E0 747.0 746.8 15 18.3 1.0 0.012 E1 751.9 0.9 0.10 5.0 0.90 7.00 0.63 2.02 1.87 6.93 6.87E2‐E1 748.4 747.0 15 52.3 2.8 0.012 E2 752.6 0.7 0.08 5.0 0.90 7.00 0.50 1.28 1.44 11.65 11.55E3‐E2 749.1 748.4 15 40.5 1.7 0.012 E3 752.6 0.4 0.13 5.0 0.56 7.00 0.51 0.51 0.79 9.19 9.13EX3‐C1 761.1 760.0 24 97.0 1.1 0.012 EX3 766.0 1.3 4.50 20.2 0.33 4.22 6.27 6.27 2.77 26.10 25.83F1‐E1 747.5 747.0 15 56.3 1.0 0.012 F1 750.4 0.2 0.01 5.0 0.63 7.00 0.04 0.11 0.13 6.98 6.94F2‐F1 747.7 747.5 15 16.2 1.0 0.012 F2 750.4 0.1 0.03 5.0 0.33 7.00 0.07 0.07 0.64 6.95 6.90G1‐E2 750.9 748.4 8 30.1 8.3 0.012 G1 753.9 0.4 0.05 5.0 0.76 7.00 0.27 0.27 0.77 3.78 3.75H1‐H0 746.9 746.8 15 14.2 1.0 0.012 H1 751.9 0.8 0.11 5.0 0.90 7.00 0.69 1.87 1.87 6.94 6.87H2‐H1 749.0 746.9 15 54.5 3.8 0.012 H2 752.9 0.6 0.07 5.0 0.89 7.00 0.44 1.18 1.40 13.57 13.46H3‐H2 749.4 749.0 15 21.8 1.9 0.012 H3 752.9 0.3 0.05 5.0 0.90 7.00 0.31 0.31 0.52 9.71 9.62J1‐H2 750.0 749.0 8 37.7 2.7 0.012 J1 753.8 0.5 0.04 5.0 0.63 7.00 0.18 0.43 1.26 2.16 2.14J2‐J1 750.5 750.0 8 50.5 1.0 0.012 J2 753.7 0.3 0.05 5.0 0.72 7.00 0.25 0.25 0.98 1.29 1.28K2‐K1 748.9 748.5 15 87.2 0.5 0.012 K2 752.5 0.9 0.18 5.0 0.90 7.00 1.13 2.18 3.82 4.91 4.86K3‐K2 749.1 748.9 15 21.5 0.9 0.012 K3 752.5 0.4 0.09 5.0 0.90 7.00 0.57 0.57 0.61 6.74 6.69L2‐L1 748.2 748.0 15 13.3 1.0 0.012 L2 751.5 1.7 0.41 5.0 0.76 7.00 2.18 4.70 3.83 6.93 6.87L3‐L2 748.9 748.2 15 76.0 1.0 0.012 L3 752.4 1.1 0.32 5.0 0.90 7.00 2.02 2.51 2.05 7.00 6.94L4‐L3 750.9 748.9 8 49.7 4.0 0.012 L4 753.9 0.5 0.08 5.0 0.89 7.00 0.50 0.50 1.43 2.62 2.60M1‐K2 751.0 748.8 8 60.1 3.6 0.012 M1 753.9 0.5 0.05 5.0 0.50 7.00 0.17 0.48 1.37 2.50 2.48M2‐M1 751.3 751.0 8 34.9 0.9 0.012 M2 754.2 0.4 0.06 5.0 0.72 7.00 0.30 0.30 1.10 1.23 1.22N2‐N1 739.7 739.0 18 8.3 8.1 0.012 N2 747.6 1.3 1.76 25.2 0.37 3.77 2.45 4.19 2.37 32.40 32.13N3‐N2 744.0 739.7 18 52.3 8.3 0.012 N3 746.1 0.7 1.41 28.8 0.30 3.50 1.48 1.48 0.93 32.74 32.47N4‐N2 742.0 739.7 15 19.7 12.0 0.012 N4 747.7 0.5 0.13 5.0 0.95 7.00 0.86 0.86 0.70 24.24 24.04DRAINAGESTRUCTUREPIPE
STORM DRAINAGE (50 YEAR EVENT)COMPUTATION SHEETSECU GRANITE QUARRYCDC PROJECT NO. 21538PIPE NAMEINVERT UPSTREAMINVERT DOWNSTREAMPIPE SIZEPIPE LENGTHSLOPEMANNING'S ROUGHNESSSTRUCTURE NUMBERGRATE/TOP ELEVATIONHEAD WATERCATCHMENT AREAINLET TcWEIGHTED RUNOFFRAINFALL INTENSITYLOCAL FLOWTOTAL FLOWVELOCITYCAPACITY FULL7/8 CAPACITY FULL(FT) (FT) (IN) (FT) (%) "N" (FT) (FT) (AC) (MIN) "C" (IN/HR) (CFS) (CFS) (FT/SEC) (CFS) (CFS)A1‐A0 735.6 735.2 36 30.5 1.4 0.012 A1 748.9 3.8 0.39 5.0 0.90 8.16 2.87 44.70 12.16 84.85 84.17A2‐A1 737.0 735.8 36 51.3 2.2 0.012 A2 748.8 3.3 3.82 17.4 0.53 5.39 10.91 43.22 6.11 107.19 106.27A3‐A2 738.0 737.0 36 15.9 6.2 0.012 A3 748.8 3.1 0.01 5.0 0.33 8.16 0.03 34.68 4.91 179.44 177.97A4‐A3 744.1 743.7 18 11.8 3.0 0.012 A4 0.0 2.0 0.01 5.0 0.95 8.16 8.66 8.66 10.74 19.58 19.41B1‐A3 738.5 738.0 30 36.6 1.6 0.012 B1 751.0 2.9 0.01 5.0 0.90 8.16 0.07 26.04 5.31 55.45 55.03B2‐B1 738.8 738.5 30 24.0 1.0 0.012 B2 751.7 3.2 0.01 5.0 0.90 8.16 0.07 26.01 5.30 44.47 44.06B3‐B2 739.0 738.8 30 18.7 1.0 0.012 B3 748.0 3.5 0.10 5.0 0.30 8.16 0.24 25.97 5.29 44.74 44.28B4‐B3 739.7 739.0 30 81.9 1.0 0.012 B4 746.8 3.2 1.16 26.0 0.20 4.46 1.03 25.84 5.27 43.64 43.17B5‐B4 741.6 739.7 30 188.1 1.0 0.012 B5 751.3 2.8 0.15 5.0 0.10 8.16 0.12 24.86 5.07 44.42 44.06B6‐B5 749.0 741.6 24 88.4 8.4 0.012 B6 759.3 2.2 0.05 5.0 0.90 8.16 0.37 13.67 4.35 70.78 70.22B7‐B6 750.0 749.0 24 132.3 0.8 0.012 B7 757.8 1.5 0.09 5.0 0.90 8.16 0.66 7.14 2.27 21.41 21.19B8‐B7 750.2 750.0 24 24.0 0.8 0.012 B8 757.8 1.4 0.28 5.0 0.90 8.16 2.06 6.80 2.64 21.23 21.05B9‐B8 750.7 750.3 24 16.5 2.8 0.012 B9 757.4 1.3 13.60 29.0 0.10 4.22 5.73 5.73 2.58 40.86 40.52C1‐B6 760.0 749.0 24 157.1 7.0 0.012 C1 763.5 1.5 0.02 5.0 0.95 8.16 0.16 7.57 2.41 64.89 64.34D1‐B5 743.3 741.6 18 86.9 1.9 0.012 D1 747.0 2.4 0.01 5.0 0.95 8.16 11.17 11.17 6.32 15.68 15.55E1‐E0 747.0 746.8 15 18.3 1.0 0.012 E1 751.9 0.9 0.10 5.0 0.90 8.16 0.73 2.36 2.18 6.93 6.87E2‐E1 748.4 747.0 15 52.3 2.8 0.012 E2 752.6 0.7 0.08 5.0 0.90 8.16 0.59 1.49 1.52 11.65 11.55E3‐E2 749.1 748.4 15 40.5 1.7 0.012 E3 752.6 0.4 0.13 5.0 0.56 8.16 0.59 0.59 0.82 9.19 9.13EX3‐C1 761.1 760.0 24 97.0 1.1 0.012 EX3 766.0 1.5 4.50 20.2 0.33 5.03 7.48 7.48 2.95 26.10 25.83F1‐E1 747.5 747.0 15 56.3 1.0 0.012 F1 750.4 0.2 0.01 5.0 0.63 8.16 0.05 0.13 0.13 6.98 6.94F2‐F1 747.7 747.5 15 16.2 1.0 0.012 F2 750.4 0.2 0.03 5.0 0.33 8.16 0.08 0.08 0.66 6.95 6.90G1‐E2 750.9 748.4 8 30.1 8.3 0.012 G1 753.9 0.4 0.05 5.0 0.76 8.16 0.31 0.31 0.89 3.78 3.75H1‐H0 746.9 746.8 15 14.2 1.0 0.012 H1 751.9 0.9 0.11 5.0 0.90 8.16 0.81 2.18 2.18 6.94 6.87H2‐H1 749.0 746.9 15 54.5 3.8 0.012 H2 752.9 0.7 0.07 5.0 0.89 8.16 0.51 1.38 1.47 13.57 13.46H3‐H2 749.4 749.0 15 21.8 1.9 0.012 H3 752.9 0.3 0.05 5.0 0.90 8.16 0.37 0.37 0.54 9.71 9.62J1‐H2 750.0 749.0 8 37.7 2.7 0.012 J1 753.8 0.5 0.04 5.0 0.63 8.16 0.21 0.50 1.43 2.16 2.14J2‐J1 750.5 750.0 8 50.5 1.0 0.012 J2 753.7 0.4 0.05 5.0 0.72 8.16 0.29 0.29 1.04 1.29 1.28K2‐K1 748.9 748.5 15 87.2 0.5 0.012 K2 752.5 1.0 0.18 5.0 0.90 8.16 1.32 2.54 4.04 4.91 4.86K3‐K2 749.1 748.9 15 21.5 0.9 0.012 K3 752.5 0.5 0.09 5.0 0.90 8.16 0.66 0.66 0.64 6.74 6.69L2‐L1 748.2 748.0 15 13.3 1.0 0.012 L2 751.5 1.7 0.41 5.0 0.76 8.16 2.54 5.48 4.46 6.93 6.87L3‐L2 748.9 748.2 15 76.0 1.0 0.012 L3 752.4 1.2 0.32 5.0 0.90 8.16 2.35 2.93 2.39 7.00 6.94L4‐L3 750.9 748.9 8 49.7 4.0 0.012 L4 753.9 0.6 0.08 5.0 0.89 8.16 0.58 0.58 1.67 2.62 2.60M1‐K2 751.0 748.8 8 60.1 3.6 0.012 M1 753.9 0.5 0.05 5.0 0.50 8.16 0.20 0.56 1.60 2.50 2.48M2‐M1 751.3 751.0 8 34.9 0.9 0.012 M2 754.2 0.4 0.06 5.0 0.72 8.16 0.35 0.35 1.17 1.23 1.22N2‐N1 739.7 739.0 18 8.3 8.1 0.012 N2 747.6 1.3 1.76 25.2 0.37 4.53 2.95 5.06 2.87 32.40 32.13N3‐N2 744.0 739.7 18 52.3 8.3 0.012 N3 746.1 0.7 1.41 28.8 0.30 4.23 1.79 1.79 1.10 32.74 32.47N4‐N2 742.0 739.7 15 19.7 12.0 0.012 N4 747.7 0.6 0.13 5.0 0.95 8.16 1.01 1.01 0.82 24.24 24.04DRAINAGESTRUCTUREPIPE
GUTTER SPREAD COMPUTATION SHEETSECU GRANITE QUARRYCDC PROJECT NO. 21538INLET IDJUNCTION TYPEGRATE LENGTHGRATE WIDTHGUTTER WIDTHGUTTER SLOPEGUTTER CROSS SLOPEROAD CROSS SLOPECATCHMENT AREAINLET TcWEIGHTED RUNOFFRAINFALL INTENSITYFLOW CAPTUREDFLOW BYPASSBYPASS STRUCTUREGUTTER DEPTHGUTTER SPREAD(FT) (FT) (FT) (%) (%) (%) (AC) (MIN) "C" (IN/HR) (CFS) (CFS) (FT) (FT)B6 Comb. 5.4 2.33 2.0 4.0% 4.0% 2.0% 0.05 5.0 0.90 4.61 0.21 0.00 B7 0.03 5.06B7 Comb. 5.4 2.33 2.0 Sag 4.0% 2.0% 0.09 5.0 0.90 4.61 0.37 0.00 Sag 0.07 6.60B8 Comb. 5.4 2.33 2.0 Sag 4.0% 2.0% 0.28 5.0 0.90 4.61 1.16 0.00 Sag 0.02 4.67C1 Comb. 5.4 2.33 2.0 5.0% 4.0% 2.0% 0.02 5.0 0.95 4.61 0.09 0.00 B6 0.10 3.03N2 Comb. 5.4 2.33 2.0 0.5% 4.0% 2.0% 1.76 25.2 0.37 2.34 1.29 0.23 Offsite 0.21 8.55N4 Comb. 5.4 2.33 2.0 0.5% 4.0% 2.0% 0.13 5.0 0.95 4.61 0.53 0.03 Offsite 0.15 5.65DRAINAGEINLET STRUCTURE GUTTER INFORMATION

Pipe Outlet Protection Calculations:

Appendices
Rev. 12/93 8.06.3

NRCS Soil Report:

United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Rowan County,
North Carolina
State Employees' Credit Union-
Granite Quarry
Natural
Resources
Conservation
Service
January 9, 2017
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call [phone] (voice) or [phone] (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
Soil Map.................................................................................................................. 8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................ 11
Map Unit Descriptions.........................................................................................11
Rowan County, North Carolina....................................................................... 13
MeB2—Mecklenburg clay loam, 2 to 8 percent slopes, moderately
eroded...................................................................................................13
SeB—Sedgefield fine sandy loam, 1 to 6 percent slopes........................... 14
References............................................................................................................16
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
Custom Soil Resource Report
6
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
7
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
9
Custom Soil Resource Report
Soil Map
3943160394318039432003943220394324039432603943280394318039432003943220394324039432603943280550050 550070 550090 550110 550130 550150 550170 550190 550210 550230
550050 550070 550090 550110 550130 550150 550170 550190 550210 550230
35° 37' 55'' N 80° 26' 50'' W35° 37' 55'' N80° 26' 42'' W35° 37' 51'' N
80° 26' 50'' W35° 37' 51'' N
80° 26' 42'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 40 80 160 240
Feet
0 10 20 40 60
Meters
Map Scale: 1:871 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Rowan County, North Carolina
Survey Area Data: Version 13, Sep 20, 2016
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Feb 11, 2011—Feb
13, 2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
10
Map Unit Legend
Rowan County, North Carolina (NC159)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
MeB2 Mecklenburg clay loam, 2 to 8
percent slopes, moderately
eroded
0.9 33.6%
SeB Sedgefield fine sandy loam, 1 to
6 percent slopes
1.8 66.4%
Totals for Area of Interest 2.7 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
Custom Soil Resource Report
11
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Custom Soil Resource Report
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Rowan County, North Carolina
MeB2—Mecklenburg clay loam, 2 to 8 percent slopes, moderately
eroded
Map Unit Setting
National map unit symbol: 2m9wk
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Mecklenburg, moderately eroded, and similar soils: 85 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Mecklenburg, Moderately Eroded
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite derived from diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
Ap - 0 to 7 inches: clay loam
Bt - 7 to 30 inches: clay
BC - 30 to 38 inches: clay loam
C - 38 to 80 inches: loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
Hydric soil rating: No
Custom Soil Resource Report
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Minor Components
Lloyd, moderately eroded
Percent of map unit: 5 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
Pacolet, moderately eroded
Percent of map unit: 3 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
Enon
Percent of map unit: 2 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
SeB—Sedgefield fine sandy loam, 1 to 6 percent slopes
Map Unit Setting
National map unit symbol: 3vp8
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Sedgefield and similar soils: 85 percent
Minor components: 3 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Sedgefield
Setting
Landform: Ridges
Landform position (two-dimensional): Summit, footslope
Down-slope shape: Concave
Custom Soil Resource Report
14
Across-slope shape: Concave
Parent material: Saprolite derived from diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
Ap - 0 to 3 inches: fine sandy loam
E - 3 to 8 inches: fine sandy loam
Bt - 8 to 40 inches: clay
C - 40 to 80 inches: loam
Properties and qualities
Slope: 1 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Moderately well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: About 12 to 18 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: High (about 9.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C/D
Hydric soil rating: No
Minor Components
Armenia, undrained
Percent of map unit: 3 percent
Landform: Drainageways on interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: Yes
Custom Soil Resource Report
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References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
16
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
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Figures:

#!"█n800800
75075080075095090800700700850750750800800800900850750750850900£¤52CROWN POINT FOSTER LNMORLAN PARK RDWALTON RDAGNER STONE RIDGE DRSCOTTSDALE DRT E R R A C E D R DUNNS MOUNTAIN CHURCH RDOAK BROOK DRNPEARL STW EDGEW O OD DRHARRIS GRANITE RDSCOTT RDHARRIS QUARRY CHANTILLY LNCAROLINA BLVDSILLS DRBROOALEXANDER BLVD SGRISON
A
V
E
UNION HEIGHTS BLVDOAKVIEW DRSTOKES FERRY RDLAURA SPINGS DREARNHARDT RDDUNNS MOUNTAIN RDN SALISBURY AVEE INN
E
S
S
T
Crane CrMirrorLakesShiloh CemGraniteQuarrySouthSalisburyDunn MtnDunn Mtn53485051525'527'52530"55SCALE 1:24 0001000 500 0 METERS 1000 200021KILOMETERS00.5110.50MILES11000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000FEET^ØMNGNUTM GRID AND 2016 MAGNETIC NORTHDECLINATION AT CENTER OF SHEET0° 20´6 MILS7° 60´142 MILS
NOAA Atlas 14, Volume 2, Version 3 SALISBURY
Station ID: 31-7615
Location name: Salisbury, North Carolina, USA*
Latitude: 35.6836°, Longitude: -80.4811°
Elevation:
Elevation (station metadata): 700 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.384
(0.354-0.417)
0.455
(0.420-0.495)
0.530
(0.488-0.576)
0.583
(0.536-0.632)
0.642
(0.587-0.696)
0.681
(0.620-0.738)
0.716
(0.647-0.776)
0.745
(0.670-0.810)
0.777
(0.691-0.847)
0.798
(0.703-0.872)
10-min 0.614
(0.566-0.665)
0.727
(0.671-0.791)
0.849
(0.782-0.923)
0.933
(0.856-1.01)
1.02
(0.935-1.11)
1.09
(0.987-1.18)
1.14
(1.03-1.23)
1.18
(1.06-1.28)
1.23
(1.09-1.34)
1.26
(1.11-1.37)
15-min 0.767
(0.707-0.832)
0.914
(0.844-0.994)
1.07
(0.989-1.17)
1.18
(1.08-1.28)
1.30
(1.19-1.41)
1.37
(1.25-1.49)
1.44
(1.30-1.56)
1.49
(1.34-1.62)
1.55
(1.38-1.69)
1.58
(1.39-1.72)
30-min 1.05
(0.970-1.14)
1.26
(1.17-1.37)
1.53
(1.41-1.66)
1.71
(1.57-1.85)
1.92
(1.76-2.08)
2.07
(1.88-2.24)
2.20
(1.99-2.39)
2.32
(2.09-2.52)
2.46
(2.19-2.68)
2.55
(2.25-2.79)
60-min 1.31
(1.21-1.42)
1.58
(1.46-1.72)
1.96
(1.80-2.13)
2.23
(2.04-2.41)
2.56
(2.34-2.77)
2.80
(2.55-3.04)
3.04
(2.74-3.29)
3.26
(2.93-3.54)
3.53
(3.14-3.85)
3.73
(3.29-4.07)
2-hr 1.51
(1.39-1.65)
1.83
(1.68-1.99)
2.28
(2.09-2.48)
2.61
(2.39-2.84)
3.04
(2.77-3.30)
3.36
(3.04-3.65)
3.67
(3.30-4.00)
3.98
(3.55-4.34)
4.37
(3.85-4.78)
4.66
(4.06-5.10)
3-hr 1.61
(1.48-1.75)
1.94
(1.79-2.12)
2.43
(2.23-2.65)
2.79
(2.56-3.04)
3.28
(2.98-3.56)
3.65
(3.30-3.96)
4.01
(3.60-4.35)
4.38
(3.89-4.76)
4.86
(4.26-5.30)
5.22
(4.53-5.71)
6-hr 1.95
(1.79-2.13)
2.35
(2.16-2.56)
2.93
(2.69-3.20)
3.38
(3.10-3.68)
3.98
(3.62-4.32)
4.45
(4.03-4.83)
4.93
(4.42-5.34)
5.40
(4.79-5.86)
6.05
(5.28-6.57)
6.53
(5.63-7.11)
12-hr 2.29
(2.11-2.50)
2.76
(2.54-3.02)
3.46
(3.18-3.77)
4.01
(3.68-4.37)
4.76
(4.32-5.16)
5.35
(4.83-5.79)
5.96
(5.33-6.44)
6.59
(5.82-7.11)
7.44
(6.46-8.02)
8.09
(6.93-8.74)
24-hr 2.73
(2.56-2.93)
3.30
(3.09-3.54)
4.14
(3.88-4.44)
4.80
(4.48-5.15)
5.70
(5.30-6.10)
6.41
(5.96-6.86)
7.13
(6.61-7.64)
7.88
(7.28-8.44)
8.89
(8.18-9.54)
9.69
(8.88-10.4)
2-day 3.17
(2.97-3.38)
3.82
(3.58-4.07)
4.75
(4.45-5.07)
5.48
(5.12-5.84)
6.47
(6.03-6.89)
7.25
(6.74-7.73)
8.04
(7.46-8.56)
8.85
(8.18-9.44)
9.94
(9.16-10.6)
10.8
(9.91-11.5)
3-day 3.37
(3.17-3.59)
4.05
(3.81-4.32)
5.02
(4.71-5.35)
5.78
(5.41-6.15)
6.81
(6.36-7.25)
7.62
(7.10-8.12)
8.45
(7.85-9.00)
9.30
(8.61-9.91)
10.4
(9.64-11.2)
11.3
(10.4-12.1)
4-day 3.58
(3.37-3.80)
4.29
(4.04-4.57)
5.29
(4.97-5.63)
6.08
(5.70-6.46)
7.15
(6.68-7.60)
8.00
(7.46-8.51)
8.86
(8.24-9.44)
9.75
(9.04-10.4)
11.0
(10.1-11.7)
11.9
(10.9-12.7)
7-day 4.13
(3.91-4.39)
4.93
(4.66-5.24)
6.00
(5.66-6.36)
6.84
(6.45-7.26)
7.99
(7.51-8.48)
8.91
(8.35-9.45)
9.84
(9.19-10.4)
10.8
(10.1-11.5)
12.1
(11.2-12.9)
13.1
(12.1-14.0)
10-day 4.71
(4.47-4.98)
5.60
(5.32-5.91)
6.73
(6.38-7.10)
7.61
(7.21-8.02)
8.79
(8.30-9.27)
9.71
(9.16-10.2)
10.6
(10.0-11.2)
11.6
(10.9-12.2)
12.9
(12.0-13.6)
13.8
(12.9-14.7)
20-day 6.34
(6.04-6.64)
7.48
(7.13-7.84)
8.83
(8.40-9.25)
9.89
(9.40-10.4)
11.3
(10.7-11.9)
12.4
(11.8-13.1)
13.6
(12.8-14.3)
14.7
(13.8-15.5)
16.3
(15.2-17.1)
17.4
(16.3-18.4)
30-day 7.84
(7.50-8.20)
9.22
(8.82-9.63)
10.7
(10.2-11.2)
11.9
(11.3-12.4)
13.4
(12.7-13.9)
14.5
(13.8-15.2)
15.7
(14.9-16.4)
16.8
(15.9-17.6)
18.3
(17.2-19.2)
19.4
(18.3-20.4)
45-day 9.87
(9.48-10.3)
11.5
(11.1-12.0)
13.2
(12.7-13.7)
14.4
(13.8-15.0)
16.1
(15.4-16.7)
17.3
(16.5-18.0)
18.5
(17.6-19.3)
19.6
(18.7-20.5)
21.2
(20.1-22.1)
22.3
(21.1-23.3)
60-day 11.7
(11.3-12.2)
13.7
(13.2-14.2)
15.4
(14.9-16.0)
16.8
(16.2-17.4)
18.5
(17.8-19.2)
19.8
(19.0-20.6)
21.1
(20.2-21.9)
22.3
(21.3-23.2)
23.8
(22.7-24.8)
25.0
(23.8-26.1)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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Page 1 of 4Precipitation Frequency Data Server
12/7/2016http://dipper.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?st=nc&sta=31-7615&data=dept...
NOAA Atlas 14, Volume 2, Version 3
Location name: Salisbury, North Carolina, USA*
Latitude: 35.6836°, Longitude: -80.4811°
Elevation: 679.97 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 4.61
(4.25-5.00)
5.46
(5.04-5.94)
6.36
(5.86-6.91)
7.00
(6.43-7.58)
7.70
(7.04-8.35)
8.17
(7.44-8.86)
8.59
(7.76-9.31)
8.94
(8.04-9.72)
9.32
(8.29-10.2)
9.58
(8.44-10.5)
10-min 3.68
(3.40-3.99)
4.36
(4.03-4.75)
5.09
(4.69-5.54)
5.60
(5.14-6.07)
6.14
(5.61-6.65)
6.51
(5.92-7.06)
6.83
(6.17-7.40)
7.09
(6.37-7.70)
7.37
(6.56-8.03)
7.54
(6.64-8.24)
15-min 3.07
(2.83-3.33)
3.66
(3.38-3.98)
4.30
(3.96-4.67)
4.72
(4.33-5.11)
5.19
(4.74-5.62)
5.50
(5.00-5.96)
5.76
(5.20-6.24)
5.96
(5.36-6.48)
6.19
(5.50-6.74)
6.31
(5.56-6.89)
30-min 2.10
(1.94-2.28)
2.52
(2.33-2.75)
3.05
(2.81-3.32)
3.42
(3.14-3.70)
3.84
(3.51-4.16)
4.14
(3.76-4.49)
4.41
(3.98-4.78)
4.64
(4.17-5.05)
4.93
(4.38-5.37)
5.11
(4.50-5.58)
60-min 1.31
(1.21-1.42)
1.58
(1.46-1.72)
1.96
(1.80-2.13)
2.23
(2.04-2.41)
2.56
(2.34-2.77)
2.80
(2.55-3.04)
3.04
(2.74-3.29)
3.26
(2.93-3.54)
3.53
(3.14-3.85)
3.73
(3.29-4.07)
2-hr 0.756
(0.696-0.822)
0.914
(0.841-0.996)
1.14
(1.05-1.24)
1.30
(1.19-1.42)
1.52
(1.38-1.65)
1.68
(1.52-1.82)
1.84
(1.65-2.00)
1.99
(1.77-2.17)
2.19
(1.93-2.39)
2.33
(2.03-2.55)
3-hr 0.535
(0.493-0.584)
0.647
(0.596-0.706)
0.809
(0.743-0.882)
0.930
(0.852-1.01)
1.09
(0.992-1.18)
1.21
(1.10-1.32)
1.34
(1.20-1.45)
1.46
(1.30-1.58)
1.62
(1.42-1.76)
1.74
(1.51-1.90)
6-hr 0.325
(0.299-0.355)
0.392
(0.361-0.428)
0.489
(0.450-0.534)
0.564
(0.517-0.615)
0.665
(0.605-0.722)
0.744
(0.672-0.807)
0.823
(0.737-0.892)
0.902
(0.800-0.979)
1.01
(0.882-1.10)
1.09
(0.941-1.19)
12-hr 0.190
(0.175-0.207)
0.229
(0.211-0.250)
0.287
(0.264-0.313)
0.333
(0.305-0.362)
0.395
(0.359-0.428)
0.444
(0.401-0.481)
0.495
(0.442-0.535)
0.547
(0.483-0.590)
0.617
(0.536-0.666)
0.672
(0.575-0.725)
24-hr 0.114
(0.107-0.122)
0.138
(0.129-0.147)
0.173
(0.161-0.185)
0.200
(0.187-0.214)
0.237
(0.221-0.254)
0.267
(0.248-0.286)
0.297
(0.276-0.318)
0.328
(0.303-0.352)
0.371
(0.341-0.397)
0.404
(0.370-0.433)
2-day 0.066
(0.062-0.070)
0.079
(0.075-0.085)
0.099
(0.093-0.106)
0.114
(0.107-0.122)
0.135
(0.126-0.143)
0.151
(0.140-0.161)
0.167
(0.155-0.178)
0.184
(0.170-0.197)
0.207
(0.191-0.221)
0.225
(0.206-0.240)
3-day 0.047
(0.044-0.050)
0.056
(0.053-0.060)
0.070
(0.065-0.074)
0.080
(0.075-0.085)
0.095
(0.088-0.101)
0.106
(0.099-0.113)
0.117
(0.109-0.125)
0.129
(0.120-0.138)
0.145
(0.134-0.155)
0.158
(0.145-0.168)
4-day 0.037
(0.035-0.040)
0.045
(0.042-0.048)
0.055
(0.052-0.059)
0.063
(0.059-0.067)
0.074
(0.070-0.079)
0.083
(0.078-0.089)
0.092
(0.086-0.098)
0.102
(0.094-0.108)
0.114
(0.105-0.122)
0.124
(0.114-0.132)
7-day 0.025
(0.023-0.026)
0.029
(0.028-0.031)
0.036
(0.034-0.038)
0.041
(0.038-0.043)
0.048
(0.045-0.050)
0.053
(0.050-0.056)
0.059
(0.055-0.062)
0.064
(0.060-0.068)
0.072
(0.067-0.077)
0.078
(0.072-0.083)
10-day 0.020
(0.019-0.021)
0.023
(0.022-0.025)
0.028
(0.027-0.030)
0.032
(0.030-0.033)
0.037
(0.035-0.039)
0.040
(0.038-0.043)
0.044
(0.042-0.047)
0.048
(0.045-0.051)
0.054
(0.050-0.057)
0.058
(0.054-0.061)
20-day 0.013
(0.013-0.014)
0.016
(0.015-0.016)
0.018
(0.018-0.019)
0.021
(0.020-0.022)
0.024
(0.022-0.025)
0.026
(0.025-0.027)
0.028
(0.027-0.030)
0.031
(0.029-0.032)
0.034
(0.032-0.036)
0.036
(0.034-0.038)
30-day 0.011
(0.010-0.011)
0.013
(0.012-0.013)
0.015
(0.014-0.016)
0.016
(0.016-0.017)
0.019
(0.018-0.019)
0.020
(0.019-0.021)
0.022
(0.021-0.023)
0.023
(0.022-0.024)
0.025
(0.024-0.027)
0.027
(0.025-0.028)
45-day 0.009
(0.009-0.010)
0.011
(0.010-0.011)
0.012
(0.012-0.013)
0.013
(0.013-0.014)
0.015
(0.014-0.015)
0.016
(0.015-0.017)
0.017
(0.016-0.018)
0.018
(0.017-0.019)
0.020
(0.019-0.020)
0.021
(0.020-0.022)
60-day 0.008
(0.008-0.008)
0.009
(0.009-0.010)
0.011
(0.010-0.011)
0.012
(0.011-0.012)
0.013
(0.012-0.013)
0.014
(0.013-0.014)
0.015
(0.014-0.015)
0.015
(0.015-0.016)
0.017
(0.016-0.017)
0.017
(0.017-0.018)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
Page 1 of 4Precipitation Frequency Data Server
12/7/2016http://dipper.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.6836&lon=-80.4811&da...